ARMY UFGS-32 32 23-2008 SEGMENTAL CONCRETE BLOCK RETAINING WALL《段墙挡土混凝土砌块墙》.pdf

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1、*USACE / NAVFAC / AFCESA / NASA UFGS-32 32 23 (April 2008)-Preparing Activity: USACE (CW) SupersedingUFGS-32 32 23 (October 2007)UNIFIED FACILITIES GUIDE SPECIFICATIONSReferences are in agreement with UMRL dated March 2008*SECTION TABLE OF CONTENTSDIVISION 32 - EXTERIOR IMPROVEMENTSSECTION 32 32 23S

2、EGMENTAL CONCRETE BLOCK RETAINING WALL04/08PART 1 GENERAL1.1 MEASUREMENT AND PAYMENT1.2 REFERENCES1.3 DEFINITIONS1.3.1 Blocks1.3.2 Drainage Aggregate1.3.3 Fill1.3.4 Reinforced Fill1.3.5 Retained Fill1.3.6 Reinforcement1.3.7 Long Term Design Strength1.4 SYSTEM DESCRIPTION1.4.1 Design Requirements1.4.

3、2 Design Parameters1.4.2.1 External Stability Design Requirements1.4.2.2 Seismic Design Requirements1.4.2.3 Global Stability Design Requirements1.4.3 Layout1.5 SUBMITTALS1.6 QUALITY ASSURANCE1.6.1 Contractor Qualifications1.6.2 Supplier Qualifications1.6.3 Manufacturers Representative1.7 DELIVERY, S

4、TORAGE, AND HANDLING1.7.1 Segmental Concrete Units and Wall Caps1.7.2 Geosynthetic Labeling1.7.3 Geosynthetic Handling1.7.4 Geosynthetic StoragePART 2 PRODUCTS2.1 SEGMENTAL CONCRETE UNITS2.1.1 Architectural requirements2.1.2 Structural requirements2.1.3 Wall CapsSECTION 32 32 23 Page 1Provided by IH

5、SNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-2.2 REINFORCEMENT2.2.1 Geogrid Reinforcement2.2.2 Geotextile Reinforcement2.2.3 Reinforcement Properties2.2.3.1 Long Term Design Strength2.2.3.2 Connection Strength2.3 GEOTEXTILE FILTER2.4 SOILS AND AGGREGATES2.5 MAS

6、ONRY ADHESIVE2.6 DRAINAGE PIPEPART 3 EXECUTION3.1 CLASSIFICATION OF SOIL MATERIALS3.2 EARTHWORK3.2.1 Excavation3.2.2 Stockpiles3.3 LEVELING PAD3.3.1 Aggregate Base Leveling Pad3.3.2 Concrete Leveling Pad3.4 BLOCK INSTALLATION3.5 REINFORCEMENT INSTALLATION3.6 FILL PLACEMENT3.7 COMPACTION3.7.1 Degree

7、of Compaction3.7.2 Moisture Control3.7.3 Compaction3.8 SOIL TESTING3.8.1 General3.8.2 Transmittal3.8.3 Corrective Action3.8.4 Testing Schedule3.9 REINFORCEMENT TESTING3.10 DRAINAGE PIPE3.11 CONSTRUCTION TOLERANCES3.12 PROTECTION OF WORK- End of Section Table of Contents -SECTION 32 32 23 Page 2Provi

8、ded by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-*USACE / NAVFAC / AFCESA / NASA UFGS-32 32 23 (April 2008)-Preparing Activity: USACE (CW) SupersedingUFGS-32 32 23 (October 2007)UNIFIED FACILITIES GUIDE SPECIFICATIONSReferences are in agreement with UMRL d

9、ated March 2008*SECTION 32 32 23SEGMENTAL CONCRETE BLOCK RETAINING WALL04/08*NOTE: This guide specification covers the requirements for segmental concrete block retaining walls, using geosynthetic soil reinforcement.Edit this guide specification for project specific requirements by adding, deleting,

10、 or revising text. For bracketed items, choose applicable items(s) or insert appropriate information.Remove information and requirements not required in respective project, whether or not brackets are present.Comments and suggestions on this guide specification are welcome and should be directed to

11、the technical proponent of the specification. A listing of technical proponents, including their organization designation and telephone number, is on the Internet.Recommended changes to a UFGS should be submitted as a Criteria Change Request (CCR).This guide specification includes tailoring options

12、for Contractor design, Government design, and hybrid design. Selection or deselection of a tailoring option will include or exclude that option in the section, but editing the resulting section to fit the project is still required.*PART 1 GENERAL*NOTE: The following is guidance in selecting the prop

13、osed tailoring options:(1) Contractor Design. Many suppliers have designers that specialize in design of SRWs. Allowing the Contractor to design the system provides the most competitive bidding process. The SECTION 32 32 23 Page 3Provided by IHSNot for ResaleNo reproduction or networking permitted w

14、ithout license from IHS-,-,-Contractor has the capacity to select materials for the most efficient design. This is the most favorable design method for typical applications.(2) Government Design. Non-typical applications may be best designed before solicitation. Such projects would include applicati

15、ons where the design conditions are beyond the capabilities of commercial software available from SRW suppliers, or applications where the Contractor could not be expected to bid without performing stability calculations during the bidding process. Examples may include bin walls, or structures with

16、unusual loading applications, such as coastal structures, blast resistant structures, or structures in seismic zone 4.(3) Hybrid Design. Much of the civil works Corps of Engineers projects involve conditions where the global stability requires analysis, but the internal, external and compound stabil

17、ity are routine. Such conditions are common on water front structures. Contractor analysis of global stability is not biddable since the analysis may indicate structure definition that could not be assumed during bid. While this could be handled though a modification to the contract, there is a risk

18、 that it will be overlooked. Also, experience has shown that it is difficult to specify the degree of work involved in the design analysis (the reason architect-engineer services are negotiated in accordance with the Federal Acquisition Regulation, Part 36). The hybrid design incorporates the advant

19、ages of the Contractor designed wall for internal, external and compound stability, while eliminating the conflict of interest in requiring Contractor design of global stability. Changes made to the wall during preparation of shop drawings, such as free standing height, footing embedment, or locatio

20、n could affect the global stability. If the hybrid design method is used, the submittal process should assure that the wall designer reviews the shop drawing submittals, regardless of a Contractor design check for global stability.NOTE: This section does not address requirements for dewatering, shor

21、ing, or earthwork below foundation level.Geometric requirements such as wall height, length, and construction limits should be shown on the drawings.Notes before paragraphs are provided to present assumptions in preparation of the guide specification, make suggestions for conditions that warrant rev

22、isions, and provide background technical information or references for further information. They should be consulted prior to revising wording SECTION 32 32 23 Page 4Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-for project specifications.*1.1 MEAS

23、UREMENT AND PAYMENTMeasurement of segmental retaining wall for payment will be made on the basis of the face area in the vertical plane of segmental concrete units. The pay lines of the structure will be neat lines taken off the approved shop drawings; and will extend from the block-leveling pad int

24、erface to the top of wall, excluding any fencing or barrier. Payment will be made at the respective unit price per square meter (SM) foot (SF) listed on the Bidding Schedule. Payment will be full compensation for engineering services, excavation and preparatory work, and furnishing all material, lab

25、or and equipment to complete the work.1.2 REFERENCES*NOTE: This paragraph is used to list the publications cited in the text of the guide specification. The publications are referred to in the text by basic designation only and listed in this paragraph by organization, designation, date, and title.U

26、se the Reference Wizards Check Reference feature when you add a RID outside of the Sections Reference Article to automatically place the reference in the Reference Article. Also use the Reference Wizards Check Reference feature to update the issue dates.References not used in the text will automatic

27、ally be deleted from this section of the project specification when you choose to reconcile references in the publish print process.*The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation onl

28、y.AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO)AASHTO M 252 (2007) Corrugated Polyethylene Drainage PipeAASHTO M 288 (2006) Standard Specification for Geotextile Specification for Highway ApplicationsASTM INTERNATIONAL (ASTM)ASTM C 1262 (2007) Standard Test Method for E

29、valuating the Freeze-Thaw Durability of Manufactured Concrete Masonry Units and Related Concrete UnitsASTM C 136 (2006) Standard Test Method for Sieve SECTION 32 32 23 Page 5Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-Analysis of Fine and Coarse

30、AggregatesASTM C 1372 (2004e1e2) Standard Specification for Segmental Retaining Wall UnitsASTM C 140 (2007a) Standard Test Methods for Sampling and Testing Concrete Masonry Units and Related UnitsASTM C 920 (2005) Standard Specification for Elastomeric Joint SealantsASTM D 1241 (2007) Materials for

31、Soil-Aggregate Subbase, Base, and Surface CoursesASTM D 1556 (2007) Density and Unit Weight of Soil in Place by the Sand-Cone MethodASTM D 2487 (2006) Soils for Engineering Purposes (Unified Soil Classification System)ASTM D 2488 (2006) Description and Identification of Soils (Visual-Manual Procedur

32、e)ASTM D 4355 (2007) Deterioration of Geotextiles from Exposure to Light, Moisture and Heat in a Xenon-Arc Type ApparatusASTM D 448 (2003a) Sizes of Aggregate for Road and Bridge ConstructionASTM D 4491 (1999a; R 2004e1) Water Permeability of Geotextiles by PermittivityASTM D 4595 (2005) Tensile Pro

33、perties of Geotextiles by the Wide-Width Strip MethodASTM D 4632 (1991; R 2003) Grab Breaking Load and Elongation of GeotextilesASTM D 4751 (2004) Determining Apparent Opening Size of a GeotextileASTM D 4873 (2002) Identification, Storage, and Handling of Geosynthetic Rolls and SamplesASTM D 5321 (2

34、002) Determining the Coefficient of Soil and Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear MethodASTM D 6638 (2007) Determining Connection Strength Between Geosynthetic Reinforcement and Segmental Concrete Units (Modular Concrete Blocks)ASTM D 6938 (2007a) Standard Test

35、Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow SECTION 32 32 23 Page 6Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-Depth)ASTM D 698 (2007e1) Laboratory Compaction Characteristics of Soil Using

36、Standard Effort (12,400 ft-lbf/cu. ft. (600 kN-m/cu. m.)GEOSYNTHETIC INSTITUTE (GSI)GSI GRI GG6 (1996) Grip Types for Use in Wide Width Testing of Geotextiles and GeogridsGSI GRI GT6 (1992) Geotextile PulloutNATIONAL CONCRETE MASONRY ASSOCIATION (NCMA)NCMA TR127 (1997) Design Manual for Segmental Re

37、taining WallsNCMA TR160 (1998) Seismic Design Manual for Segmental Retaining WallsU.S. FEDERAL HIGHWAY ADMINISTRATION (FHWA)FHWA NHI-00-043 (2004) Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines (ISDDC)1.3 DEFINITIONS*NOTE: This guide specification o

38、nly applies to geosynthetic (extensible) reinforcement. There are differences in design and construction applicable to steel soil (inextensible) reinforcement.*1.3.1 BlocksSegmental concrete retaining wall units will be referred to as blocks.1.3.2 Drainage AggregateGranular soil or aggregate which i

39、s placed within, between, and/or immediately behind segmental concrete units.1.3.3 FillSoil or aggregate placed in, behind, or below the wall will be referred to as fill.1.3.4 Reinforced FillSoil which is placed and compacted within the neat line volume of reinforcement as outlined on the plans.1.3.

40、5 Retained FillSoil which is placed and compacted behind the reinforced fill.SECTION 32 32 23 Page 7Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-1.3.6 ReinforcementReinforcement shall consist of a geogrid or a geotextile product manufactured for u

41、se as reinforcing. Reinforcement shall not include steel products.1.3.7 Long Term Design StrengthThe long term design strength (LTDS) is:LTDS = Tult/ (RFD* RFID* RFCR)where:Tultis the ultimate strengthRFDis the reduction factor for chemical and biological durabilityRFIDis the reduction factor for in

42、stallation damageRFCRis the reduction factor for creep1.4 SYSTEM DESCRIPTIONThis work element includes engineering services in addition to the construction requirements. The Contractor is responsible for engineering services that include design of the wall in accordance with the National Concrete Ma

43、sonry Association design method, and providing shop drawings indicating all features of the complete design. This work element includes engineering in addition to the construction requirements. The NCMA design method for segmental retaining walls considers potential failure modes categorized by exte

44、rnal, internal, local, compound, and global stability. The Government has considered the global stability and has provided the minimum design requirements on the drawings. The Contractor is responsible for engineering services that include analysis of the wall for all modes of stability, and providi

45、ng shop drawings indicating all features of the complete design.1.4.1 Design Requirements*NOTE: The NCMA and FHWA design methods are nearly identical. They differ primarily in the treatment of the vertical component of active earth pressure and the connection strength. The current (1998) FHWA design results in a conservative connection strength that only a small number of products meet. The FHWA design method is less commonly used, except in transportation related projects. Th